1pg student ( 2assistant professor (civil …structural engineering. since there are a number of...

International Journal of Science and Research (IJSR) ISSN: 2319-7064

ResearchGate Impact Factor (2018): 0.28 | SJIF (2018): 7.426

Volume 8 Issue 6, June 2019

www.ijsr.net Licensed Under Creative Commons Attribution CC BY

Comparative Response Spectrum and Time History

Analysis of G+17 RC Frame on Zone III in India

N. Roja1, K. V. Pratap

2

1PG Student (Structural Engineering), Narasaraopeta Engineering College, AP, India

2Assistant Professor (Civil Engineering), Narasaraopeta Engineering College, Narasaraopeta, AP, India

Abstract: Seismic resistant deign is a matter of interest for structural engineers these days hence becoming popular in the field of

structural engineering. Since there are a number of earth quakes were faced in the society, there is a very much need of this subject to

emerge. Many government and some private building owners today require that new buildings be designed to resist the effects of

Earthquakes and other incidents that could cause tremendous local damage. In this discussion it may be possible to design buildings to

resist such attacks without severe damage, the loading effects associated with these hazards and so intense that design measures

necessary to provide such performance would result in both unacceptably high costs as well as impose unacceptable limitations on

architectural design of such buildings. Response spectrum is one of the useful tools of earthquake engineering for analyzing the

performance of structures especially in earthquakes, since many systems behave as single degree of freedom systems. Thus, if you can

find out the natural frequency of the structure, then the peak response of the building can be estimated by reading the value from the

ground response spectrum for the appropriate frequency. In most building codes in seismic regions, this value forms the basis for

calculating the forces that a structure must be designed to resist (seismic analysis). A response spectrum is a plot of the maximum

response amplitude (displacement, velocity or acceleration) versus time period of many linear single degree of freedom oscillators to a

give component ground motion. For this purpose response spectrum case of analysis have been performed according to IS 1893. In the

Present Study Analysis is carried out for the proposed plan of G+17 building in both Response spectrum and Time history analysis

considering Zone-III for Response Spectrum and Bhuj Earthquake 2001 (Gujarat) data gathered from Virtual Data Centre for Time

History Analysis and the Results are compared between Response Spectrum and Time history cases which compares Theoretical and

Practical data of same zone.

Keywords: Response Spectrum, Time History, Structural Displacements, Base Shear

1. Introduction

Since there are a number of earth quakes were faced in the

society, there is a very much need of this subject to emerge.

Many government and some private building owners today

require that new buildings be designed to resist the effects

of Earthquakes and other incidents that could cause

tremendous local damage.

In this discussion it may be possible to design buildings to

resist such attacks without severe damage, the loading

effects associated with these hazards and so intense that

design measures necessary to provide such performance

would result in both unacceptably high costs as well as

impose unacceptable limitations on architectural design of

such buildings.

Fortunately, the probability that any single building will

actually be subjected to such hazards is quite low. As a

result, a performance based approach to design has evolved.

The most regular performance goals are to permit severe

and even tremendous damage effect a structure, but avoid

huge loss of life Often, design to resist earthquakes, impact

and other unusual loads must be thought of in the content of

life safety, not in terms of serviceability or lifecycle

performance. The serviceability and reuse may be required

for test facilities, but most commercial office and industrial

facilities will not have to perform to these levels.

Structures designed to resist the effects of earthquakes are

permitted to contribute all of their resistance, both material

linear (elastic) and material non-linear (inelastic), to absorb

damage locally, so as not to compromise the integrity of

entire structure. It is likely that local failure can and may be

designed to occur, due to uncertainty associated with such

Seismic-loads.

Time History Analysis of Structures is carried out when the

input is in the form of specified time history of ground.

Time History Analysis is performed using Direct

Integration Methods or by using Fourier Transformation

Technique and in the Direct Integration Method, there are

many integration schemes; two most popular among them

are-

1) Duhamel Integration

2) Newmark’s B Method

For both of the above two methods, a recursive relationship

is derived to find responses at k+1th time station for a

given kth

time station value

2. Plan and Configurations

A G+17 reinforced concrete building is modelled, analysed

and studied. The examine is completed in all of the seismic

zones of India and conclusions are drawn. The input

statistics required for the layout of G+17 building are

supplied within the tables below. table 1 show the building

details which includes plan length, overall top of the

constructing, ground peak and place details which include

region, soil type and so on. The elements together with

significance element, reaction discount aspect values are

taken from IS 1893 (element 1): 2002. table 2 indicates the

Paper ID: ART20198843 10.21275/ART20198843 1507





material properties and segment houses. Table 3 suggests the

loading information at the building for designing.

The building for the present work is G+17 residential

building consisting of 30’ in Z-direction and 40’ in X-

direction. The typical storey height is 3.2m and overall

height of the building is 19.2m from the ground level. The

following are the specifications of G+17 building in

preliminary design.

Plan of building

The plan for the present study is G+17 storied building and

preliminary design is done by doing static analysis i.e., only

dead and live loads of the building are considered for

analysis.

Figure 1: Proposed Plan of the Building

Paper ID: ART20198843 10.21275/ART20198843 1508





Figure 2: Modelling of Building in SAP2000

3. Methodology

Create model in SAP 2000 for the plan shown in fig.1 by

considering beam and column frames shown in Fig.2 and

perform analysis for static load cases such as Dead load,

Live load which are mentioned above. Fix the Dimensions

of structural members so that the building is resisted for all

the static and Pseudo static load combinations, Now define

the Response Spectrum load case considering Zone II for the

present study, performing analysis and comparing the results

between static and Dynamic Load cases.

4. Summary and Results

The Maximum Shear force and Bending Moment diagrams

of all the load cases are shown aside after performing

analysis, which are used for finding main and transverse

reinforcement in beams and columns.

The maximum Deflection among all the load cases observed

at storey level 17 as 6.9 mm and 5.8 mm at corners of

Building and maximum permissible of column’s as per

IS:1893-2002 is 0.004*clear storey Height = 12.8mm

The building is safe against Torsional Irregularity as ( D

max/D ave ) < 1.2

The building is safe against stiffness irregularity as all the

storeys have equal stiffness

The modal mass participation factor must be greater than

90% as per IS:1893-2002 and the no of mode shapes taken

in the present study is 51 so that modal mass ratios are

satisfying the criteria below as specified in code .

Figure 3: Table Showing Modal participating mass ratios

Figure 4: Table Showing Base Reactions in Response

Spectrum and Time History Load Case

The maximum Displacement in Response spectrum load

case is observed as 0.056 m at joint 884 and 0.095 m at joint

904. Maximum reinforcement in beams and column’s is

limited to <= 2.5% of area of concrete in the present study.

The width to depth ratio is maintained >= 0.4 as per

IS:13920 for beams and column’s. Results show that

Acceleration and Velocities of masses due ground is high in

Time History case which means actual moment of inertia is

more than Theoretical case.

5. Conclusions

In the present study a five storey R.C.C symmetric building

was analyzed for seismic load. Seismic load is calculated

from IS1893-2002 and Response spectrum analysis is

carried out on SAP2000 software. After dynamic analysis of

building subjected to seismic load, following conclusions

were drawn.

1) Seismic resistant design refers to improving structural

reliability of structure instead of complete collapse of

building when it subjected to earthquake phenomenon.

The present study on G+17 Residential building prove

Paper ID: ART20198843 10.21275/ART20198843 1509





that increase in stiffness of structural members by

increasing in size prove better results which also oppose

the uplift force on footings by increasing in dead

weights.

2) Regular building which is symmetric about both the axis

proves to perform well for load transformation of loads

to ground during seismic conditions than irregular

buildings and also avoids Torsional irregularity.

3) Effects of seismic load can be decreased by providing

lateral moment resisting frames like shear wall thereby

diminishing the effect of lateral loads which also reduce

damage and increase structural integrity of the building.

4) Deviation of displacement is Non-Uniform along the

height of building.

5) For the significant structures, seismic analysis needs to

carry out by keeping in view the earthquake activities in

today’s circumstances.

References

[1] Arlekar Jaswant N, Jain Sudhir K. and Murthy C.V.R,

(1997), “Seismic Response of RC Frame Buildings with

Soft First Storeys”. Proceedings of the CBRI Golden

JubileeConference on Natural Hazards in Urban

Habitat, 1997, New Delhi.

[2] Awkar J. C. and Lui E.M, “Seismic analysis and

response of multi-storey semi rigid frames”, Journal of

Engineering Structures, Volume 21, Issue 5, Page no:

425-442, 1997.

[3] Kulkarni J.G., Kore P. N., S. B. Tanawade, “Analysis

of Multi-storey Building Frames Subjected to Gravity

and Seismic Loads with Varying Inertia”, International

Journal of Engineering and Innovative Technology

(IJEIT), Volume 2, Issue 10, April 2013.

[4] B.Srikanth, V.Ramesh, “Comparative Study of Seismic

Response for Seismic Coefficient and Response

Spectrum Methods”, Journal of Engineering Research

and Applications, ISSN: 2248-9622, Vol. 3, Issue 5,

Sep-Oct 2013, pp.1919-1924.

[5] IS: 1893:2000, Part 1, "Criteria for Earthquake

Resistant Design of Structures - General Provisions for

Buildings", Bureau of Indian Standards, New Delhi,

2002.

[6] Response Analysis of Multi-Storey RC Buildings under

Equivalent Static and Dynamic Loads According to

Egyptian Code Sayed Mahmoud1, Waleed Abdallah2

1Department of Construction Engineering, College of

Engineering, Dammam University Dammam, Saudi

Arabia 2Faculty of Engineering at Mataria, Helwan

University Cairo, Egypt

[7] Static and Dynamic Behavior of Reinforced Concrete

Framed Building: A Comparative Study

[8] Design Cell,M. P. Housing and Infrastructure

Development Board, Bhopal (M.P.) 462013

[9] Professor, Deptt. Of Civil Engineering, Maulana Azad

National Institute of Technology, Bhopal (M.P.)

[10] Bureau of Indian Standards:IS-875,part (1) 1987,Dead

loads on Buildings and Structures, New Delhi, India

[11] Bureau of Indian Standards:IS-875,part (2) 1987, Live

loads on Buildings and Structures, New Delhi, India

[12] Bureau of Indian Standards:IS-1893, part (1)

2002,Criteriaof Earth quake Resistant Design of

Structures: part 1 General provisions on Buildings, New

Delhi, India

Paper ID: ART20198843 10.21275/ART20198843 1510

1pg student ( 2assistant professor (civil …structural engineering. since there are a number of...

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